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Home My WebLink AboutBLD2011-00587 Structural Calculations for ATF Pole Bldg Addition 24 x 48 - BLD Engineering / Geo-tech Reports - 8/18/2011 Structural Calculations & Lateral Analysis for the 24x48 Pole Building Addition to Existing 24x48 shop 730 Alta Drive Belfair, WA 98528 for Juan Esteban PO Box 295 Belfair, WA 98528 by N.L. Olson & Associates,Inc. 2453 Bethel Avenue Port Orchard, WA 98366 360-876-2284 M. ?EC10916E�V. � �ssl�NALG b June-11 THESE PLANS BE ON HE JOB SITE FOR INSPECTION Scope of Work: Lateral & Gravity Engineering for 24x48 pole building addition to existing 24x48 built without permit. This design conforms to the 2009 International Building Code. Materials: Posts:D-F#1 Beams& stringers Reinforcing Steel: Grade 60 Concrete: fc= 2500 psi Assumed Soil Properties: 1500 psf Bearing Capacity, 100 psf/ft lateral capacity (w/ 1/3 increase for seismic loads) CONTENTS: Page 1-2 Basic Criteria/Dimensions Page 3 Lateral Loads Page 4 Typical Post Page 5 Footing Analysis Page 6-10 Main Roof Beam and Rafters Basic Design Criteria Basic Wind Speed = 85 mph Seismic design category = D Site Class= D Ground Snow Load, P9 = 30 psf Importance Factor, Seismic IE = 1.0 Importance Factor, Snow IS = 0.80 Importance Factor, Wind Iw = 0.87 Dead Loads Roof= 5 psf(2 roofing, 2 rafters) Live Loads Floor Live Load, Lf= 40 psf Roof Live Load, Lr= 20 psf Snow Loads Ce= 1 for partially exposed roof in terrain C (ASCE 7-02 Table 7-2 Ct= 1.1 (ASCE 7-05 Table 7-3) it Pf= 0.7C%eCtIsP9 = 18.48 psf (ASCE 7-05 Eq 7-1) CS = 1.00 ps= Cspf= 18.48 psf Use 20 psf Deflection Limits Floor= L/ 240 Dead + Live and L/ 360 dead Roof= L/ 180 Dead + Live and L/ 240 dead Building Information Length = 48 ft Width = 24 ft Wall Height= 9 ft Bay Spacing = 12 ft 1 Basic dimensions All Roof Slopes are 2:12 or 9.462 degrees 13 ft Front View 1 48 ft Oft Side View 9ft 24 ft addition Plan View 48 ft .................................._....................................._...................._.................................... Assumed N 48 ft 2 Wind Loads Main Force resisting System-Simplified approach Basic Wind Speed, V= 85 mph Importance Factor, IN,= 0.87 Exposure Category = B Height Exposure Coefficient, X= 1.00 IBC Table 1609.6.2.1(4) End Zone distance, 2a = 6 ft ps values shown below are based on ps= X IW PS30 where is from Table 1609.6.2.1(1) 9.61psf 9.6 psf 6.5 psf 13.8 psf 13.8 psf 8.4 psf 3.1 psf ► 5.4 psf 8.6 psf i 8.6 psf 12.9 psf 12.9 psf N-S E-W Base Shear= 2334 Ibs Base Shear= 2182 Ibs Overturning Uplift= 316 Ibs Overturning Uplift= 591 Ibs Seismic Design per ASCE Simplified method (12.14) Fx= F SDs W / R (ASCE Eq 12.14-11) F = 1.0 Ss = 150% g (2006 IBC) Fa = 1.00 (ASCE Table 11.4-1) SDs =2/3SMs = 2/3FaSs = 1.000 R = 4.0 (ASCE Table 12.2-1) Wbase = 10080 Ibs(dead load of roof) Fbase = 2520 Ibs 0.7E = 1800 Ibs Base shear due to Wind governs main lateral force resisting system Endwall Shear= 18.75 plf 3 r Typical Exterior Post 8" Dia log Height= 108 in depth= 6 in. width= 6 in. F = 150 psi Co = 1.60 S.= 21.2 in' CM= 1.00 Fb= 1500 psi A= 28.27 in` Ct= 1.00 CD = 1.60 C;= 1.00 CM = 1.00 Fc = 1300 psi F ' = 240 psi Ct= 1.00 CD = 1.60 CL= 1.00 CM = 1.00 E = 1.3E+06 psi CF= 1.00 Ct= 1.00 CM = 1.00 Cr= 1.00 CF= 1.15 Ct= 1.00 C;= 1.00 C; = 1.00 C;= 0.95 Fb' = 2400 psi Fc*= 2392 psi E' = 1.2E+06 psi Axial load = 1800 Ibs j Axial Load on Each Post= 1800 Ibs or 64 psi le/d = 0.00 in y direction le/d = 18.00 in x direction KcE = 0.3 for visual) -y graded lumber c- 0.8 for visually graded lumber F,E = 1144 psi C P -- 0.42 F�' = 1000 psi > 64 psi .'. OK Check gravity and Lateral Forces Seismic governs over Wind Max Column Height g t= 9ft Frame Stiffness, k= 369.4 lb/in Total Shear per frame= 128.6 Ibs Deflection = 0.3 in Equivalent force at to of o p post= 110.5 Ibs Moment @ groundline, M1 = 497.47 ft-Ibs f b = M/S = 282 psi < 2400 psi OK Check Combined D+ 0.75S + 0 7E Combined Axial Load, Pf= 2880 Ibs or 102 psi (P/P')2+ M1/(Mt'(1-P/PE1)) = 0.101 < 1.00 OK 4 Exterior Post Foundation Roof live load reduction factor= 1 (IBC 1607.11.2.1) Max axial load = 1800 Ibs Allowable Soil pressure= 1500 psf Minimum footing diameter= 1.236 ft Appied Moment at groundline= 497.5 ft-lb Applied Shear load at groundline= 128.6 lb Allowable lateral soil load = 200 psf/ft(100 w/ 1/3 increase & >1" movement at post) Actual Concrete Dia = 2 ft Minimum Post embedment= 2.30 ft(IBC Eq 18-1) Max Uplift= 147.7 Ibs Weight of concrete collar= 1083 Ibs Weight of Soil plug above collar= 1653 Ibs Total Weight= 2736 Ibs Interior Post Foundation Roof live load reduction factor= 1 (IBC 1607.11.2.1) Max axial load = 3600 Ibs Allowable Soil pressure= 1500 psf Minimum footing diameter= 1.748 ft 5 NIL Olson&Associates,Inc. Title: Job# PO Box 637 Dsgnr: 2453 Bethel Ave Project Desc.: Port Orchard,WA 98366 Project Notes (360)876-2284 (360)876-1487 FAX Panted:13 JUN 2011.14 46AM Wood Beam ENERCALC,INC.1983-2011,Build:6.11.5.3,Ver:6.11.4.1 i.00 OLSON&ASSOCIATES Description: Roof Rafters Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination 2006 IBC &ASCE 7-05 Fb-Compr 1350 psi Ebend-xx 1080 ksi Fc-Prll 700 psi Eminbend-xx 900 ksi Wood Species ; DF Pole Fc-Perp 240 psi Wood Grade :Sawn, No. 3->Sal Str Fv 85 psi Ft 500 psi Density 35pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.0125) S(0.05) 4"dia log Span = 12.0 ft i Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0050, S=0.020 ksf, Tributary Width=2.50 ft DESIGN SUMMARY __ 611 Maximum Bending Stress Ratio = 0.815 1 Maximum Shear Stress Ratio = 0.342 : 1 Section used for this span 4"dia log Section used for this span 4"dia log fb:Actual = 1,265.63psi N Actual = 33.40 psi FB:Allowable = 1,552.50psi Fv:Allowable = 97.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.145 in Ratio= 992 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.181 in Ratio= 793 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual N-design Fv-allow +D Length=12.0 ft 1 0.188 0.079 1.000 1.000 1.000 1.000 1.000 0,23 253.13 1,350.00 0.07 6.68 85.00 +D+S+H 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.815 0.342 1.150 1.000 1.000 1.000 1.000 1.13 1.265.63 1,552.50 0.36 33.40 97.75 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.750 0.314 1.000 1.000 1.000 1.000 1.000 0.90 1,012.50 1,350.00 0.29 26.72 85.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.750 0.314 1.000 1.000 1.000 1.000 1.000 0.90 1,012.50 1,350.00 0.29 26.72 85.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.750 0.314 1.000 1.000 1.000 1.000 1.000 0.90 1,012.50 1,350.00 0.29 26.72 85.00 Overall Maximum Deflections•Unfactored Loads _ Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span D+S 1 0.1814 6.060 0.0000 0.000 NL Olson&Associates,Inc. Title: Job# PO Box 637 Dsgnr: 2453 Bethel Ave Project Desc.: f/ Port Orchard,WA 98366 Project Notes (360)876-2284 (360)876-1487 FAX Printed:13 J.-UN 2C11.':':46Ald Wood Beam ENERCALC,INC.1983 2011,Build:6.11.5.3,Verb.i 1.4-� Description : Roof Rafters Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.375 0.375 D Only 0.075 0.075 S Only 0.300 0.300 D+S 0.375 0.375 L� r Matt Zawlocki N.L. Olson Associates, Inc. U a i l CG �,4 imensions 23 in 1 idth Oin Drincipal Properties eight 111.3 in 2 94 in14 erimeter 5 in 91 V17 in44 eometric Properties IXY 5.68434e-014 in^4 E Base '" 1500000 si rheta P0.0 deg I 17 in^4 x 94 in^4 3.02 in .97 in'r 8.7 in^2 R ight 159 in^3 159 in^3 102 in^3 157 in^3 FNA-Y 0:46 in 0.91 in Properties 181 in^3 163 inA3 .09 in 0.91 in ro erties 1411 in^4 ,; IES ShapeBuilder 4.0 www.iesweb.com 06/13/11 11:38 AM r NL Olson&Associates,Inc. Title: Job# PO Box 637 Dsgnr: 2453 Bethel Ave Project Desc.: Port Orchard,WA 98366 (360)876-2284 Project Notes (360)876-1487 FAX rfinlad 13 JUN 2011.11:40AM I Wood Beam ENERCALC,INC.1983-2011,Build 6.11 5.3,Ver:6.11.4.1 ' 0.00 i OLSON&ASSOCIATES Description: Roof Beam-Pole Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 1200 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1200 psi Ebend-xx 1800 ksi Fc-Prll 1550 psi Eminbend-xx 660 ksi Wood Species ; Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.1 &Better Fv 180 psi Ft 800 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.06) S(0.24) 9.0 X 11.875 Span = 23.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0050, S=0.020 ksf, Tributary Width=12.0 ft DESIGN SUMMARY '� N .-- . • ,Maximum Bending Stress Ratio = Maximum Shear Stress Ratio = 0.220 : 1 Section used for this span 9.0 X 11.875 Section used for this span 9.0 X 11.875 fb:Actual 1,174.87psi fv:Actual = 45.52 psi FB:Allowable 1,380.00psi Fv:Allowable = 207.00 psi Load Combination --•- - +D+S+H rr oad Combination +D+S+H Location of maximum on span = -"11750ft-- .. Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.734 in Ratio= 384 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.918 in Ratio= 307 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C F/V C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=23.50 ft 1 0.196 0,051 1.000 1.000 1.000 1.000 1.000 4.14 234.97 1,200.00 0.65 9.10 180.00 +D+S+H 1.000 1.000 1.000 1.000 Length=23.50 ft 1 0.851 0.220 1.150 1.000 1.000 1.000 1.000 20.71 1,174.87 1,380.00 3.24 45.52 207.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length=23.50 ft 1 0.783 0.202 1.000 1.000 1.000 1.000 1.000 16.57 939.90 1,200.00 2.59 36.41 180.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length=23.50 ft 1 0.783 0.202 1.000 1.000 1,000 1.000 1,000 16.57 939.90 1,200.00 2.59 36.41 180.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 • Length=23.50 ft 1 0.783 0.202 1.000 1.000 1.000 1.000 1.000 16.57 939.90 1,200.00 2.59 36.41 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.-"Defl Location in Span Load Combination Max.'+"Deft Location in Span D+S 1 0.9179 11.868 0.0000 0.000 NIL Olson&Associates,Inc. Title: Job# PO Box 637 Dsgnr: 2453 Bethel Ave Project Desc.: Port Orchard,WA 98366 (360)876-2284 Project Notes _ (360)876-1487 FAX Pnhted:13 JUN 201 i 1:4 AM Wood Beam ENERCALC,INC.1983-2011,Build:6.11.5.3,Vec6.11.4.1 r.0i OLSON&ASSOCIATES,:: Description: Roof Beam-Pole Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.525 3.525 D Only 0.705 0.705 S Only 2.820 2.820 D+S 3.525 3.525 V i I� S iP oaf rJ Gov K t'!. r p �'� • O: ,ate \ ` i APPROVED MA, QN COUNTY DCD PLI/INNING I SI _ PLAN REQUIRED TO SE N SITE '- C ANG SUB IECT TO APP ROVAL By Date I s — 1 - I i 1 09�� COU& MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Mason County Bldg. III, 426 West Cedar Street PO Box 186, Shelton, WA 98584 1854 www.co.mason.wa.us (360)427-9670 Belfair(360)275-4467 Elma(360)482-5269 NON-ENGINEERED POLE BUILDING REQUIREMENTS Building Area- Max. 864 square feet Post Height- Max. 10 feet above grade Post Spacing- Max. 12 feet on center Post Size- 6 x 8 pressure treated (PT)for ground contact 6 x 6 PT post @ corners&gable walls Post Holes- 24" in. diameter by 4'-0" deep into UNDISTURBED soil Footings- 24" x 6"thick poured concrete option:(2)unopened sacks of concrete mix placed in porthole and saturated with water prior to post placement Backfill- Clean earth surrounding posts compacted to 90%, moisture content n.t.e. 10% Girts- 2 x 6 wall girts @ 24" o.c; 2 x 6 wind girts @ 48"o.c. Roof Purlins- Sizes depending upon parcel location/snow load. Minimum 2 x_@ 24" o.c., overlapped V at supports with (3) 16d nails, connected to 2 x 6 truss blocks with (3) 16d nails on each side Trusses- Must be engineered/manufactured, spanning not more than 36'. Connect to posts with(1)hot-dipped galvanized 3/4"through bolt, support truss on 18"2 x 6 or 2 x 8 block connected to post with(2) hot-dipped galvanized 3/4"through bolts. Truss bracing, web stiffeners, rat-runs, etc. to be specified by engineer and installed per specifications. Engineered truss specifications shall provided to inspector on-site at the time of framing inspection. *Mason County contains 4 snow load zones, trusses must be designed per site conditions* Engineering is required for pole buildings when the proposed structure: -exceeds 864 square feet in area -has a post height of more than 10' -is in an area with a wind exposure other than `B' -is constructed using methods other than those outlined in this document Engineering documents shall include both lateral and vertical analyses,prepared and stamped by a Washington State Licensed Structural Engineer or Architect. Requirements of the analyses shall be transferred onto the construction plans and submitted for review along with supporting calculations. TYPICAL POLE BUILDING CROSS SECTION NOT TO SCALE MAX.AREA=864 Square Feet (3) 16d-PURLINS TO BLOCK MAX. TRUSS SPAN=36' MAX.POST SPACING= 12' MAX.POST HEIGHT= 10' 29 GAUGE ROOF METAL not shown 2 x PURLINS @ 24"O.C. (size depending upon snow load/parcel location,see below) 2 x 6 BLOCKS @ 24"O.C. MANUF.TRUSSES (1)each side of post ISO (3) 16d-EACH CONNECTION 2 x 4 BRACING 3"BOLT CLEARANCE FROM as required by truss engineer ENDS OF BLOCK 18"2 x 6/2x 8 BLOCK EACH SIDE OF POST 2 x 6 DF#2 WALL GIRT @ 24"O.C. 6 x 8 PT POST 3/4"GALV.MACH. BOLT W/WASHER 6 x 6 pt post @corners&gable walls (3)each post 1 2 x 6 WIND GIRT @ 48"O.0 i edge nail wind girt to wall girt w/16d @ 24"o.c. toenail wind girt to post w/(4)16d @ each end PURLIN SIZE i varies depending upon snow load: 1 25#snow load—2x8 HF#2 or better MIN.(2) 16d AT POST 35#Snow load—2x8 HF#2 or better 29 GAUGE WALL METAL 55#Snow Load: 2x10 HF#2 or better not shown (2)PT2x6 GRADE TAMPED EARTH backfill portholes with clean _III-f earth compacted to 90% moisture content n.t.e. 10% I -I 1 ti 6"POURED CONCRETE PAD option:(2)unopened sacks of concrete mix placed in post hole,saturate with water prior to post . placement 24" MASON COUNTY FIRE MARSHAL 7WZia= Mason County Bldg.III 426 W Cedar St PO BOX 186 Shelton,WA 98584 (360)427-9670 Ext.273 CODE ENFORCEMENT FIRE INSPECTIONS FIRE INVESTIGATION PUBLIC EDUCATION TITLE 14 MASON COUNTY BUILDING CODE CHAPTER 14.17 Standards for Fire Apparatus Access Roads Effective July 1, 2007 14.17.010—This Ordinance shall not apply to roads, driveways, or other means of access to existing structures or within subdivisions of land developed under a permit from Mason County issued prior to the adoption of this Ordinance. 14.17.020 - Plans for fire apparatus access roads shall be submitted to the fire marshal for review and approval prior to construction. 14.17.030 - When required by the Fire Marshal, approved signs or other approved notices shall be provided and maintained for fire apparatus access roads to identify such roads and prohibit the obstruction thereof. 14.17.040 - Roadways shall be constructed/designed with an all weather driving surface (gravel, crushed rock, concrete or asphalt) and the ability to support the imposed load requirements of fire apparatus. 14.17.050 - Fire apparatus access roads shall extend to within 150' of all portions of the exterior wall of any residential or commercial structure, and within 50' of at least 25%of the exterior wall of any commercial structure. 14.17.060 - A fire apparatus access road shall be a minimum unobstructed width of 20' for commercial structures, or 4 or more parcels or building sites. The access road may be reduced to 12' of unobstructed width with a minimum 10' wide driving surface for 1-3 parcels or building sites on approval of the Fire Marshal. 14.17.070 - A fire apparatus access road shall have an unobstructed vertical clearance of not less than 12' the full width of the road. 14.17.080 - A 10' wide fire apparatus access road exceeding 300' in length will be required to make provisions for the passing of fire apparatus by providing approved pullouts. Pullouts shall be reasonably located, based on sight distance, road curvature, and grade; and shall be a minimum size of 8' wide and 30' long with tapered ends. 14.17.090 -A dead end fire apparatus access road longer than 300' is required to provide provisions for the turning around of fire apparatus within 150' of any facility or structure. See exhibit A—Hammer Head Turn Around, B —Modified Hammer Head, C- Cul De Sac Turn Around, D & E—Pullouts, for examples of accepted turnarounds and pullouts. 14.17.100 - The turning radius of a fire apparatus access road shall be a minimum of 25' interior, 45' exterior centerline radius. 14.17.110 - A fire apparatus access road in excess of 14% grade than 150' to new residential or commercial structures will require an automatic fire sprinkler system installed. 14.17.120 - Where more than 50 units are designed in a residential development, either single family, multifamily, retirement or similar,there shall be a minimum of two access points to the county road system. Such access points shall be located so as to provide for general circulation, alternate emergency vehicle access routes,through access, and general transportation design . considerations. One of these access points may be for emergency vehicle use only where the number of units does not exceed 100. Design of an"emergency vehicle use only" access must be approved by the local fire district and Fire Marshal. 14.17.130 - When buildings are completely protected with an automatic fire sprinkler system, the provisions of these standards maybe modified by the Fire Marshal. 14.17.140 - When a bridge is required as part of a fire apparatus access road, it is to be constructed and maintained in accordance with nationally recognized standard. It shall have designed live loading capacity sufficient to carry the imposed load of fire apparatus. An evaluation by a professional engineer will be required to determine the imposed load rating for all of the responding fire districts fire. apparatus and shall be approved by the Fire District and Fire Marshal. 14.17.150 - When access roads cannot be installed to these standards due to topography, waterways, nonnegotiable grades or other similar conditions,the Fire Marshal is authorized to require additional fire protection or mitigation as specified in Section 1001.9 of the UFC. The Fire Marshal may also approve access roads which do not meet these requirements if the road provides reasonable access under the individual facts of the case. 14.17.160 - Approved numbers or addresses shall be placed on all new commercial or residential buildings (that require an address), at the beginning of long driveways when the address is not clearly visible from the access road, or in any other areas deemed necessary by the local fire district or Fire Marshal. They shall be placed in such a position as to be plainly visible and legible from the street or road fronting the property. Said numbers shall contrast with their background. 14.17.170—Traffic calming measures on fire apparatus roads (speed bumps, etc) shall be approved by the Fire Marshal before installation. ORA MASON COUNTY FIRE MARSHAL �II Mason County Bldg. III 426 W Cedar St PO BOX 186 Shelton,WA 98584 (360)427-9670 Ext.273 CODE ENFORCEMENT FIRE INSPECTIONS FIRE INVESTIGATION PUBLIC EDUCATION Cul De Sac Turn Around Area required for turn around located at a single residence. In this special • case,the area could,for instance,consist of pasture adjacent to the building and will to continue to function as a viable turn around in adverse weather conditions(ie remains solid in any weather). Requirements for roads 20'in width and commerical sites Requirements for roads 12'in width R4 R4 R2 Driving surface 33 in this area Driving surface is not required in this area is not required R28 8 R 40 2 Minimum 1 W MASON COUNTY FIRE MARSHAL Mason County Bldg.III 426 W Cedar St PO BOX 186 Shelton,WA 98584 (360)427-9670 Ext.273 CODE ENFORCEMENT FIRE INSPECTIONS FIRE INVESTIGATION PUBLIC EDUCATION Hammer Head Turn Around Direction may be right or left direction(left direction is shown) OVERHANG AREA-Driving surface in this area is not required. No obstructions greater than twelve(12) inches in height are allowed Area required for turn around located at a single residence.In this special case,the area could,for instance,consist of pasture adjacent to the building and will to continue to function as a viable turn around in adverse weather conditions(ie remains solid in any weather). Requirements for roads 20'in width and commerical sites 90 10 18 fR2 5 2 Requirements for roads 12'in width 90 10 40 1 R28 28 12 MASON COUNTY FIRE MARSHAL Mason County Bldg.III 426 W Cedar St PO BOX 186 Shelton,WA 98584 (360)427-9670 Ext.273 CODE ENFORCEMENT FIRE INSPECTIONS FIRE INVESTIGATION PUBLIC EDUCATION Modified Hammer Head Direction may be right or left direction (left direction is shown) OVERHANG AREA-Driving surface in this area is not required. No obstructions greater than twelve(12) inches in height are allowed Area required for turn around located at a single residence. In this special case, the area could, for instance, consist of pasture adjacent to the building and will to continue to function as a viable turn around in adverse weather conditions (ie remains solid in any weather). Requirements for roads 20' in width and commerical sites Requirements for roads 12' in width 18 1 10 10 25 28 1 10 0 90 1 90 10 R2 8 2 12 c-) O 0 m M Turnouts71 0 Any dead end fire apparatus access road loner than 300 feet shall have provisions for the turning around of 0 0 fire apparatus within 150 feet of any structure or facility and have approved provisions for the passing of fire m o o v ic apparatus. z N Co = D � x00) If turnouts are used to accomodate the passing of fire apparatus, they shall be reasonably located based on o O Z sight distance, toad curvature and grade. Turnouts shall be a minimum of 8 fet wide and 30 feet long with M n tapered ends. �' W A O m Da) Note: Only access roads which do not maintain continuous width of 20 feet or more need turnouts. z A Z M a m Turnouts may be placed on either side of the o 'n access road. Adequate sight distance between z turnouts must be maintained. M Greater than 300 feet m 2 � - � m r a Dead End Access Road (Width: Minimum 12 feet) N c v D Q 00 -1 wo Facility or o Tapered Ends o structure located no further than 150 feet from the last turnout W r_ n m 0 c n D O z 00, ca C� lops Ow � "R UNHEATED �� y ��?D a� STRUCTURE $301 a3W3lV3A y Lc�1 6Jv b► 1 t' ►., - x ice' S ddiJ )L'S y 4<4 Nib ` 6 Oe sy��1'l 1 s _ 4 l '4 Ct \\ HESE PLANS ON THE JOB SITE 13� iy2�V� FOR INSPECTION f�>til_r A1[Z \VA "1%�Z�3 6bo;kol 1 -o o ��7 av--\ S IT T COPY 2oS- --Z�rjc v REVIEWED FOR CODE COMPLIANCE MASON COUNTY BUILDING DEPARTMENT Date S 1 - )l _ THESE PLANS MUST BE ON THE JOB SITE FOR INSPECTION Documents attached to appro:'ee ,,'a! s: Site plan: CHANGES Plan review checklist: Engineering: ON 3UBMITCNA�'" S FOP,APPROVAL Number of pa,;s PRIOR V PCR'fORNIING 1WO K MUST T�►�ASTA7 ODES CURRENT WASH Plans include pages of engineering documents that must remain attached to approved plans VENT UNHEATED AT 1.Sq Ft Per 150 SL1 't STRUCTURE